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SFILE NO. (q-a--2A-Co • SHEET NO. .2
® MADE BY 51^5L- DATE 3/6/19"
CLIENT CO TwO -Ar2Cf -
1 E1VG1tVEERS INC. PROJECT Y1AD�{�'h..r Q.CO"i.ip' c �- .
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MSC Engineers,Inc. Project Title:
3470 Pipebend Place NE,Suite 120 Engineer: Project ID:
. ' Salem,OR 97301 Project Descr:
503.399.1399
, www.mscengineersinc.com
Title Block Line 6 Printed: 8 MAR 2017,5:26PM
-4rY4
A+
1 r#V
Lic.#: KW-06005723 Licensee: MSC Engineers Inc.
Description: Beam @ Lobby
'
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi
Fc-PrIl 1650 psi Eminbend-xx 950 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.2 pcf
Beam Bracing : Completely Unbraced
D(0.85)S(0.87)
D 0.03 L 0.13
`,.,1Iry sro rY` P 3` r, �, .r m.- s Tro.�r ' � . + '� c a`4m' itiw 7 q� l a x,€m s
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5.125x12
Span=13.50ft
Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.030, L=0.130, Tributary Width=1.0 fl
Point Load: D=0.350, L=0.810 k(dj.5.250 ft,(PT1)
Point Load: D=0.870, S=0.870 k 5.250 ft,(PT2)
Point Load: D=0.610, L=2.330 k 5.250 ft,(PT3)
._f,/AJv`�+`t : x 3 x_I Design OK
_Maximum Bending Stress Ratio = 0.80e 1 Maximum Shear Stress Ratio = 0.364 : 1
Section used for this span 5.125x12 Section used for this span 5.125x12
fb:Actual _ 1,890.08 psi fv:Actual = 96.57 psi
FB:Allowable = 2,346.22 psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.272ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.271 in Ratio= 598>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.402 in Ratio= 402>=360.
Max Upward Total Deflection 0.000 in Ratio= 0<360.0
M1 ' ” Support notation:Far left Is#1 Values in KIPS
" Load Combination Support 1 Support 2
Overall MAXimum 4.117 3.013
Overall MINimum 0.532 0.338
- +D+L+H 4.117 3.013
+D+S+H 1.853 1.253
+D+0.750L+0.750S+H 3.817 2.742
D Only 1.321 0.914
L Only 2.796 2.099
S Only 0.532 0.338
►.S •
• s c MSC Engineers,Inc. Project Title:
3470 Pipebend Place NE,Suite 120 Engineer: Project ID:
Salem,OR 97301 Project Descr:
503.399.1399
www.mscengineersinc.com
Printed:
nte)d,f�: ®a„MAR
2
017.,5:26PMTitle Block Line 6 .a-f �,,t>� ¢
C §� ���tara'• `" ��- t 6 kr �';a 6i� � �
€'F"��
Lic.#: KW-06005723 Licensee:MSC Engineers Inc,
Description: Beam @ Lobby_PSL
coats�``,
Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity
Load Combination IBC 2015 Fb-Compr 2900 psi Ebend-xx 2200 ksi
Fc-Prli 2900 psi Eminbend-xx 1118.19 ksi
Wood Species :Trus Joist Fc-Perp 625 psi
Wood Grade :Parallam PSL 2.2E Fv 290 psi
Ft 2025 psi Density 45.05 pcf
Beam Bracing : Completely Unbraced
D(0.81)8(9.83)
FF"£Y'pttu, t$'rrr�'l�yi,t�,. n µ#"laR.•..`a.;s�eqy6Y' P jfw5 ..u.'-:.:-5.�1at0�a�`,yY"r%,;�.a,s, d`222x "s'H' ,�;,&&s„„:;r5�'' sD(0.0 +''`L(0.13�13)
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5.25x11.25
Span=13.50 ft
; Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.030, L=0.130, Tributary Width=1.0 ft
Point Load: D=0.350, L=0.810 k(d1 5.250 ft,(PT1)
- Point Load: D=0.870, S=0.870 k(5.250 ft,(PT2)
Point Load: D=0.610, L=2.330 k(2 5.250 ft,(PT3)
, n � �. �# .' Design OK
Maximum Bending Stress Ratio = 0.736 1 Maximum Shear Stress Ratio = 0.347 : 1
Section used for this span 5.25x11.25 Section used for this span 5.25x11.25
fb:Actual = 2,099.29psi fv:Actual = 100.76 psi
FB:Allowable = 2,850.57 psi Fv:Allowable = 290.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.272ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.262 in Ratio= 617>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.390 in Ratio= 415>=360.
Max Upward Total Deflection 0.000 in Ratio= 0<360.0
a � '" Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.117 3.013
Overall MINimum 0.532 0.338
+D+L+}i 4.117 3.013
+D+S+{f 1.853 1.253
- +0+0.750L+0.750S-41 3.817 2.742
D Only 1.321 0.914
L Only 2.796 2.099
S Only 0.532 0.338
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FILE NO. 1 4"02_1= SHEET NO.
;144
MADE BY --' DATE 3/ o f �� •
CLIENT
1 ENGINEERS INC PROJECT r"/ Dfi-40"iA c11--P-12-
`
i
4
. t i•
'` ��fn:w' ARCHITECTS
Date: May 31, 2017 RECEiVED
MAY 31 2017
Dan Nelson, CITY OF TIG ARD
City of Tigard BUILP1N1 DI/I511
Community Development, Building
13125 SW Hall Blvd
Tigard, OR 97223
RE: Response to Plan Review-Madrona Recovery Center Remodel
PERMIT NO.: BUP2017-00092
The following is in response to your Plan Review comments dated May 17, 2017 for the Madrona
Recovery Center. The facility is located at 7000 SW Varns Street in Tigard, Oregon.
For ease of reference, all original comments have been provided; responses are typed in blue and are
included below each specific item. Revisions to the drawings have been clouded and are denoted by
a delta 1.
COMMENTS:
PLANNING (Review completed by:Dan Nelson,Senior Plans Examiner)
1) Please show proper door swing for exits serving more than 50 occupants.
• The total occupant load of this building is 29. Refer to added occupancy
breakdown chart on code sheet A0. 11
2) Provide detailed occupancy loads for building.
• Occupancy loads for each floor are provided on each code floor plan, and an
added occupancy breakdown chart on code sheet A0. 11. Note: Individual
exit totals on floor plans add up to a higher number than illustrated in the
chart, due to the expectation that the building occupants will at times
converge into the dining area, which has been sub-calculated as assembly
space.
3) Illustrate construction of corridor.
• Corridor wall construction provided by detail C/A0.20, with continuity
provided by detail 1/A0.20.
4) Show section drawing of rated corridors.
• See building sections on sheet AS.00. Where sections cut through corridors
or other fire resistive assemblies, thick dashed lines have been added to clarify
said fire resistive assemblies.
5) Please provide detail of recessed lighting in corridors and lobby.
• Lighting will be surface mounted, recessed detail will not apply.
CB Two Architects LLC i 500 Liberty St SE Suite 100 Salem,Oregon 97301 P:503 480-8700 cbtwoarchitects.com
ATTACHMENTS:
- The complete drawing set is being re-submitted;in part, to add clarification between this
drawing set and the adjacent building, submitted as a separate permit at the same time as
this building. Additionally, it is to clarify changes made to the design that have been
coordinated by the owner, contractor, and architect, between the original permit submittal
and this response to city comments. See below.
ADDITIONAL NOTES:
- The amended drawings will also include clouded areas and deltas not related to this review
comments response. They are itemized below.
1) Sheet A0.00
a) Revised "Fire Rating Requirements"to "Fire Resistive Requirements"in the chart
explaining said requirements for type V-B construction.
b) Revised kitchen consultant under contacts to Madrona Recovery Center.
2) SheetA0. 10
a) Fire extinguisher cabinets located.
b) HVAC shaft and storage under stairs are clarified as 1-hour rated
c) Fire extinguisher requirements updated.
d) Entry 5100 is converted into a 1 hour exit passageway, to maintain continuity of protection
for persons exiting from basement through 1 hour stair, which exits into entry.
3) Sheet A0.20
a) Added clarifications to wall assembly C.
b) Added clarifications to wall assembly D.
c) Added clarifications to wall assembly S.
d) Removed roof and ceiling general notes not applicable to project.
e) Provided optional alternate floor ceiling assembly FC2.
fl Clarified definition 'fire partition' for wall continuity detail 1.
g) Recessed light fixtures not used, detail 4 omitted.
4) Sheet A1.00
a) Added new trash enclosure to replace existing. This will require the removal of(2)parking
spaces. (2)previously abandoned parking spaces will be returned to use by moving the
perimeter fence that is east of building A, southward to be along the existing sidewalk.
5) SheetA2.01
a) Graphic clarifications provided throughout sheet to illustrate fire resistive requirements of
all existing and new walls.
b) Fire extinguisher cabinets located
c) Entry 5100 converted to 1 hour exit passageway. New doors S700c and 5100d added.
d) Added room name, Storage S118, and replaced existing associated door with new door
5118.
6) SheetA4.00
a) Revised all doors specified as 7'-0"tall to 6'-8"tall, to match existing typical door heights.
b) Added doors S100c, S100d, and 5118.
CB I Two Architects LLC ( 500 Liberty St SE Suite 100 Salem,Oregon 97301 P:503 480-8700 cbtwoarchitects.com
7) SheetA6.01
a) Graphic clarifications provided throughout sheet to illustrate fire resistive requirements of
all existing and new walls.
b) Added depiction of 1 hour construction for storage closet under stairway.
c) Clarified 30 minute floor/ceiling requirement below second floor corridor above.
Thank you for your consideration. Please feel free to contact me with any concerns or clarifications,
Kirk Sund, AIA, LEED AP
CB I Two Architects LLC I 500 Liberty St SE Suite 100 Salem,Oregon 97301 P:503 480-8700 cbtwoarchitects.com